Rischio
Start free
Documentation menu

DocsPiles

Scope by code

What Rischio computes for piles and drilled shafts under AASHTO LRFD, 10th edition, article by article: each check and method, computed, in part or not.

Each check and method the code asks of a pile, in the code’s order, and whether Rischio computes it. The list comes from the engine itself, so it changes with every release.

AASHTO LRFD, 10th edition

ArticleWhat the code asksRischio
3.4.1, Table 3.4.1-1Strength I
3.4.1, Table 3.4.1-1Strength II, III, V (and IV not for substructures)
3.4.1, Table 3.4.1-1Service I: all loads 1.00
3.4.1, Table 3.4.1-1Extreme Event I: γp 1.00, γEQ project-specific
3.4.1, Table 3.4.1-1Extreme Event II: check flood, collision, ice
10.7.1.6.1, 10.8.1.6.1

Individual pile loads from the cap (Section 4)

Computed
10.7.3Strength limit state (driven)
10.7.3.8, Table 10.5.5.2.3-1

Factored axial compression resistance of a single pile ≥ factored load

Computed
10.7.3.3

Pile length estimate for the contract from static analysis

In part
10.7.3.8.6a

Static analysis: RR = φstat Rp + φstat Rs

Computed
10.7.3.8.6b

Side in clay, α-method (Tomlinson): φ 0.35

Computed
10.7.3.8.6c

Side, β-method (Esrig and Kirby, Fig. 10.7.3.8.6c-1): φ 0.25

Not computed
10.7.3.8.6d

Side in clay, λ-method (Vijayvergiya and Focht): φ 0.40

Not computed
10.7.3.8.6e

Tip in clay, qp = 9 Su

Computed
10.7.3.8.6f

Side in sand, Nordlund/Thurman: φ 0.45

Computed
10.7.3.8.6f

Tip in sand, Nordlund/Thurman: qp = αt N′q σ′v ≤ qL, σ′v ≤ 3.2 ksf

Computed
10.7.3.8.6g

SPT method (Meyerhof) in sands and nonplastic silts: φ 0.30

Not computed
10.7.3.8.6g

CPT method (Nottingham and Schmertmann) in sands and nonplastic silts: φ 0.50

Not computed
10.7.3.2.2, Table 10.5.5.2.3-1

End bearing in (soft) rock, Canadian Geotech. Society (1985): φ 0.45

Not computed
10.7.3.2.3

Point bearing on hard rock: limited by structural resistance (6.9.4.1, severe driving φ)

Computed
10.7.3.9

Pile group resistance in compression

Computed
10.7.3.9, Table 10.5.5.2.3-1

In clay: lesser of the sum and the equivalent pier (block), φb1 0.60

Computed
10.7.3.9

In sand: the sum, η = 1.0 at 2.5D or more

Computed
10.7.3.9, 10.6.3.1.2a

Strong over weak: group punching on the notional footing

Not computed
10.7.3.10, Table 10.5.5.2.3-1

Uplift of a single pile: RR = φup Rs

Computed
10.7.3.11, Table 10.5.5.2.3-1

Uplift of a pile group: lesser of the sum (φup) and the block (φug 0.50)

In part
10.7.3.12

Nominal lateral resistance: factored loads, p-y unfactored, φ 1.0

Computed
10.7.3.12

p-y curves for the site's soils

Computed
10.7.3.12

Lateral resistance of an embedded cap

Not computed
10.7.3.12, 10.7.6

Minimum penetration for fixity, factored loads, soil φ 1.0

Not computed
10.7.3.13

Pile structural resistance

In part
10.7.3.13.1 to .3; 6.5.4.2

Axial compression: steel 6.9.4.1/6.9.5.1 (φc 0.60 H, 0.70 pipe), concrete 5.6.4.4, timber 8.8.2

In part
C10.7.3.12; 6.5.4.2, 5.5.4.2, 8.5.2.2

Combined axial and flexure under the factored lateral run

In part
10.7.3.13.4

Buckling: unsupported length plus depth to fixity

In part
6.10.9.2, 6.12.1.2.3; 6.5.4.2

Shear of a steel pile: the web (or the flanges about the weak axis, k 1.2), a tube by 6.12.1.2.3b; φv 1.00

In part
10.7.3.7, 10.7.1.6.2

Drag load: DR = 0 at geotechnical strength; structural with drag where the toe can't move

In part
10.7.3.1

Overall stability through embankments, on slopes, with scour, inclined strata

Not computed
10.7.6

Minimum penetration: the deepest of settlement, deflection, uplift, drag, scour, fixity

Not computed
10.7.2Service limit state (driven)
10.7.2.3.1

Group settlement on an equivalent footing at or below the neutral plane

Computed
10.7.2.3.2

Cohesive soil: shallow foundation settlement procedures

In part
10.7.2.3.2

Cohesionless: Meyerhof's SPT, ρ = q I √B / N160

Not computed
10.7.2.3.2

Cohesionless: Meyerhof's CPT, ρ = q B I / 2qc

Not computed
10.7.2.3.2, 10.6.2.4.2

Cohesionless: Hough on the equivalent footing

Computed
10.7.2.3

Settlement of a single pile

Not computed
10.7.2.4

Horizontal movement by soil-structure interaction, Service I

Computed
10.7.2.5, 10.7.1.6.2, 3.11.8

Downdrag: neutral plane method, elastic compression and settlement with drag

In part
10.7.4, 10.5.5.3Extreme event limit state (driven)
10.7.4

Lateral spreading force

Not computed
10.7.1.4

Batter piles

Not computed
10.8.3Strength limit state (shafts)
10.8.3.5, Table 10.5.5.2.4-1

Axial compression: RR = φqp Rp + φqs Rs

Computed
10.8.3.5.1b

Side in clay, α-method (Brown et al. 2010): φ 0.45

Computed
10.8.3.5.1c

Tip in clay: Nc Su ≤ 80 ksf, Nc = 6(1 + 0.2Z/D) ≤ 9: φ 0.40

Computed
10.8.3.5.1b, 10.8.3.9.7

Belled shaft in compression: no side on the bell's periphery; the tip on the bell, its base ≤ 3D

Not computed
10.8.3.5.1a

Cohesive soil also by effective stress, for drained loading

Not computed
10.8.3.5.2b

Side in sand, β = (1 − sin φ′f)(σ′p/σ′v)^sin φ′f tan φ′f: φ 0.55

Computed
10.8.3.5.2b

φ′f = 27.5 + 9.2 log (N1)60

In part
10.8.3.5.2b

σ′p from N60: 0.47 N60^m pa (sand), 0.15 N60 pa (gravel)

Computed
10.8.3.5.2c

Tip in sand: qp = 1.2 N60 for N60 ≤ 50, ≤ 60 ksf: φ 0.50

Computed
10.8.3.5.3

Strong over weaker soil within 1.5B of the tip: tip reduced linearly

Computed
10.8.3.5.4b

Rock side: qs = C pa √(qu/pa), qu ≤ f′c; fractured 0.65 αE: φ 0.55 (Carter and Kulhawy 0.50)

Computed
10.8.3.5.4c

Rock tip: 2.5 qu intact; Hoek–Brown in jointed rock: φ 0.50

Computed
10.8.3.5.4d

Side and tip combined by their mobilizing movements

Computed
10.8.3.5.5, Table 10.5.5.2.4-1

Cohesive IGM (Su 5 to 50 ksf): side φ 0.60, tip 0.55

In part
10.8.3.6

Shaft group resistance: group effects evaluated

Computed
10.8.3.6.2

Cohesive: 10.7.3.9 applies; block φb1 0.55, cap in contact or not

Computed
10.8.3.6.4

Strong over soft cohesive: block bearing by 10.7.3.9

Not computed
10.8.3.7.2, Table 10.5.5.2.4-1

Uplift of a single shaft: side as in compression, φup clay 0.35, sand 0.45, rock 0.40

Computed
10.8.3.7.2

Belled shaft in clay: qsbell = Nu Su, Nu 0 to 8

Not computed
10.8.3.7.3, 10.7.3.11

Group uplift: φug 0.45

Computed
10.8.3.8, 10.7.3.12

Horizontal resistance: as 10.7.3.12; head fixed into the cap in groups

Computed
10.8.3.9

Structural resistance as reinforced concrete (Section 5)

Computed
10.8.3.9.1; 5.6.4.4

Axial compression: Pn = 0.85 Po with spirals or hoops, 0.80 with ties; φ 0.75

Computed
10.8.3.9.1; 5.6.2.1, 5.6.2.2, 5.6.4.5, 5.5.4.2

Axial load and flexure by strain compatibility, φ 0.75 to 0.90 by the net tensile strain

Computed
10.8.3.9.1; 5.7.3.3, 5.7.2.8, 5.7.3.4

Shear: Vc + Vs ≤ 0.25 f′c bv dv, bv = D, dv = 0.9 (D/2 + Dr/π); φv 0.90

Computed
10.8.3.9.2 → 10.7.3.13.4; 5.6.4.3

Buckling and lateral stability: slenderness by a second-order analysis

Computed
10.8.3.9.3, 10.8.3.9.4; 5.6.4.2, 5.6.4.6, 5.7.2.5

Reinforcement: longitudinal limits, spiral ratio, minimum transverse steel, extent below fixity

Computed
10.8.3.4, 10.8.1.6.2

Drag load: structural strength and extreme event; also service if tipped in soil

In part
10.8.2Service limit state (shafts)
10.8.2.2.2

Single shaft settlement: load transfer + consolidation below the tip + axial compression

In part
10.8.2.2.2

Normalized load–settlement curves limit the nominal resistance to the tolerable movement

Computed
10.8.2.2.3

IGM settlement (Brown et al. 2010)

Not computed
10.8.2.2.4

Group settlement by 10.7.2.3, two shafts or more

Computed
10.8.2.3

Horizontal movement; rock sockets by rock mass, brittle above 0.0004b

In part
10.8.2.4, 10.7.2.5

Downdrag

In part
10.8.4, 10.5.5.3, 10.7.4Extreme event limit state (shafts): φ 1.0, uplift ≤ 0.80

Type to search: a method, a warning, a field…

↑↓ to move · ↵ to open · esc to close